OTC Buckle Arrestors for Deepwater Pipelines Carl G. Langner / Langner & Associates

OTC 10711 Buckle Arrestors for Deepwater Pipelines Carl G. Langner / Langner & Associates Copyright 1999, Offshore Technology Conference This paper was prepared for presentation at the 1999 Offshore Technology Conference held in Houston, Texas, 3 6 May 1999. This paper was selected for presentation by the OTC Program Committee following review of information contained in an abstract submitted by the author(s). Contents of the paper, as presented, have not been reviewed by the Offshore Technology Conference and are subject to correction by the author(s). The material, as presented, does not necessarily reflect any position of the Offshore Technology Conference or its officers. Electronic reproduction, distribution, or storage of any part of this paper for commercial purposes without the written consent of the Offshore Technology Conference is prohibited. Permission to reproduce in print is restricted to an abstract of not more than 300 words; illustrations may not be copied. The abstract must contain conspicuous acknowledgment of where and by whom the paper was presented. Abstract Progress has been made in the design of buckle arrestors, or more precisely collapse arrestors, for deepwater pipelines. Empirical relationships have been developed for the design of both integral ring and grouted sleeve arrestors, forming the basis of a simple and straightforward design procedure. The good agreement between the latest design formulas and the crossover pressure data obtained from large scale tests by Shell E&P Technology Company and by Professor Kyriakides at U.T. Austin over the past few years, should result in more efficient and reliable buckle arrestors for deepwater pipelines. Introduction An offshore pipeline which has been damaged locally may fail progressively over long distances by a propagating collapse failure driven by the hydrostatic pressure of the seawater. The pressure required to propel a propagating collapse is much smaller than the pressure required to initiate collapse of an undamaged pipe. For deepwater pipelines it is often uneconomical to design the pipeline with sufficient strength to prevent a propagating collapse failure. Such pipelines are designed to prevent buckling and collapse failures due to normal combined bending and external pressure loads, but are left vulnerable to propagating collapse failures initiated under extraordinary circumstances. In such cases, it is feasible to install buckle arrestors, such as thick-wall rings, at intervals along the pipeline. A series of such arrestors, each sufficiently strong to stop a propagating collapse failure, will limit the extent of damaged pipe in event of a mishap. In general, the distance between buckle arrestors is selected to enable repair of the flattened section of pipeline between two adjacent arrestors, at reasonable cost. For pipelines installed by J-Lay, the buckle arrestors also serve as pipe support collars. In this case the distance between arrestors is simply the length of each J-Lay joint. Three types of buckle arrestors are in common use, namely Grouted Sleeve arrestors, Integral Ring arrestors, and Thick Wall Pipe Joints. Grouted Sleeve arrestors are steel sleeves that are slid over the ends of selected pipe joints and are grouted in place, as shown in Figure 1, before being installed offshore. Grouted Sleeve arrestors are preferred, where feasible, because of their low cost. However, this type of arrestor has limited usefulness in deep water because, as external pressure increases, a collapsed pipe will transform from its normal flat dogbone cross section into a C-shaped cross section which then passes through the arrestor. Hence, for sufficiently deep water, even an infinitely rigid Grouted Sleeve arrestor is ineffective. Integral Ring arrestors are thick-wall rings that are welded into selected pipe joints, as illustrated in Figure 2, before being installed offshore. Integral Ring arrestors are used for pipelines in which the strength of sleeve type arrestors is not adequate, and for J-Lay applications that require a support collar on each pipe joint. These arrestors are very efficient in terms of strength for a given amount of steel, but are more expensive than sleeve arrestors because of the additional welding required. Thick Wall Pipe Joint arrestors are special pipe sections, each designed to prevent collapse propagation, that are welded into a pipeline at intervals. A Thick Wall Pipe Joint is essentially a very long integral ring arrestor, but is much less efficient in the amount of steel used. Early studies of propagating buckles and buckle arrestors, Refs. 1 through 3, provided general guidance for the design and utilization of buckle arrestors on offshore pipelines. The many subsequent publications by Kyriakides and his colleagues, Refs. 4 through 14, expanded and refined our understanding of the various phenomena involved in initiation, propagation, and arrest of collapse failures in pipelines and other structures. This paper presents new design formulas for narrow integral ring arrestors which correlate well with the existing data. Such arrestors are particularly useful for deep-water pipelines because of their high strength buckle arresting capabilities. Also presented are alternative design relationships for wide integral arrestors and for

2 CARL G. LANGNER OTC 10711 grouted sleeve arrestors, which have comparable accuracy to other existing formu-lations, such as Refs. 4 and 14. Because of the complexity of the buckle crossover phenomenon, buckle arrestor design relationships are empirical. Two distinct sets of test data exist for design of Integral Ring arrestors: one set obtained from five full-scale tests of 12 and 18 pipes/arrestors conducted in 1989, 1994, and 1996; and the other set obtained from 35 tests of 4.5 OD pipes/arrestors conducted in 1982 and 1996. These data are listed in Tables 1 through 3. The two sets of data differ in the length-to-thickness ratios of the arrestors, being L/h = 0.9 1.8 for the full-scale tests and L/h = 4.6 21 for the smaller pipe tests. They also differ in arrestor efficiencies as will be explained in the data comparisons section below. In addition to the data for integral ring arrestors, this paper presents 17 new test data for Grouted Sleeve arrestors obtained from 6 and 16 pipes in 1996. These data are listed in Table 4. Arrestor Design Formulas The following pipe properties must be computed for each pipeline section before performing buckle arrestor design calculations. Collapse pressure P c = P y P e /(P y 2 + P e 2 ) 1/2..................... (1) P y = 2Y t/d and P e = 2.2E(t/D) 3 Propagation pressure P p = 24 Y (t/d) 2.4........................ (2) Minimum crossover pressure P m = 1.35 γ H max......................... (3) Minimum arrestor depth H a = P p /1.25 γ........................... (4) In these formulas, D is pipe outside diameter, t is pipe wall thickness, Y is yield stress (SMYS), E is elastic modulus, γ is the density of seawater, and H max is the maximum water depth associated with a given section of pipeline. The collapse pressure P c is a lower bound prediction of the net external pressure required to initiate a collapse failure in a nominally round pipe. The propagation pressure P p is the minimum external pressure that will cause a collapse failure to propagate along a pipeline. Eqns. (1) and (2) are well established in the literature as appropriate for collapse design of pipelines (Refs. 15, 16); however, other equivalent formulas may be used if preferred. The strength of any buckle arrestor is expressed by its crossover pressure P x, which is the minimum external pressure that can force a collapsed section of pipe to cross over the arrestor and begin collapsing the undamaged pipe on the other side. The minimum crossover pressure for a weak arrestor is simply the propagation pressure P p and the maximum crossover pressure for a strong arrestor is simply the collapse pressure P c of the pipe. A useful parameter that varies between 0 and 1, depending on the arrestor strength, is the arrestor efficiency η, defined by η = (P x P p )/(P c P p )..................... (5) The design crossover pressure (as calculated below) must equal or exceed the minimum crossover pressure P m, thus providing a minimum safety factor of 1.35 for any buckle arrestor. Buckle arrestors must be employed along a pipeline at all depths greater than the minimum arrestor depth H a. At depths less than H a a pipeline is in no danger of collapse propagation. Note that values of P c, P p, P m, and H a must be computed for every section of a pipeline that has different pipe specifications. Thick Wall Pipe Joint. Thick Wall Pipe Joints have been used as buckle arrestors in situations where suitable thick-wall joints are readily available and where the weight of the suspended pipeline during laying is not a critical issue. The design of a thick wall pipe joint arrestor is obtained by equating the minimum crossover pressure P m (Eqn. 3) with the design crossover pressure P x which is the same as the propagation pressure P p (Eqn. 2), and solving for the thickness of the Thick Wall Pipe Joint. Thus t/d = [P m / 24 Y] 0.4167..................... (6) Integral Ring Arrestors. Integral Ring arrestors are forged and/or machined weld-neck rings that are butt-welded into a pipe joint that has been cut into two pieces, as shown in Fig. 2. A less expensive version of an integral ring arrestor slides over the pipe and is fillet-welded both sides onto the outside of the pipe joint. Special restrictions may have to be placed on the utilization of this type of arrestor because of stress concentrations, etc. As mentioned previously, integral arrestors are required for applications in which the strength of sleeve-type arrestors is not adequate, and for J-Lay applications that require a support collar on each pipe joint. Integral Ring arrestors may be categorized as either narrow or wide. Narrow arrestors, in which the length-tothickness ratio varies between L/h = 0.5 2.0, are used primarily for pipelines installed by J-Lay; here the arrestor doubles as a collar for supporting the suspended pipe span. Wide integral arrestors, where L/h > 2, are used primarily for pipelines installed by S-Lay, because of the easier passage of this type of arrestor through the tensioners and over the stinger rollers. Two different values of the factor k are used in the following design formulation depending on whether the arrestor is narrow or wide. The recommended design formulas for

OTC 10711 BUCKLE ARRESTORS FOR DEEPWATER PIPELINES 3 Integral Ring arrestors are as follows, assuming that the design crossover pressure P x is everywhere equal to or greater than the minimum crossover pressure P m (Eqn. 3). λ/k, 0 < λ < k η............... (7) 1, λ > k 5 for 0.5 < L/h < 2 (narrow) where k =............. (8) 8 for L/h > 2 (wide) and λ = L P a / D P p........................ (9) P a = 24 Y a (h/d) 2.4....................... (10) Here η is the arrestor efficiency factor, as defined by Eqn. (5), and λ is the arrestor strength factor, which depends on the arrestor length L, thickness h, yield strength Y a, and characteristic pressure P a. The design factor k = 5 is recommended for a narrow arrestor and k = 8 is recommended for a wide arrestor, as indicated. Under the condition that 0 < λ < k, Eqns. (7)-(9) can be solved explicitly for the arrestor length L in terms of given values of h, Y a, D, etc. Thus L k P p P x P p ----- ------- -----------.................(11) D P a P c - P p For λ > k, the design relationship reduces to P x > P c. Here the arrestor is sufficiently strong that the external pressure must equal or exceed the collapse pressure of the pipeline before a buckle can cross the arrestor. Grouted Sleeve Arrestor. Grouted Sleeve arrestors are forged or fabricated steel cylinders, typically with dimensions of L/D = 0.5 2.0, that are slid over the end of a pipe joint, and grouted in place near the middle of the joint. See Fig. 1. The gap between pipe OD and sleeve ID should be as small as possible to achieve maximum arrestor strength. An annular gap of 1-2 percent of the pipe diameter is recommended. Typical grout materials that have been used are portland cement, sand-filled epoxy, and two-part polyurethane. Sleeve arrestors generally are the lowest cost type of buckle arrestor, but may not be suitable in deep water due to their limited arrestor strength. As mentioned previously, at the crossover limit, the cross section of a buckled pipeline can change from the dogbone shape typical of free buckle propagation, to a C shape that enables the collapse wave to pass through a sleeve-type arrestor. Two types of sleeve arrestors have been used, those that are fairly rigid and remain essentially undeformed, and those that deform significantly during a crossover event. Only the former are considered in this paper, since the current focus is on deepwater pipelines. Design formulations pertaining to deformable sleeve-type arrestors are given in Refs. 3 and 4. The recommended design formulas for Grouted Sleeve arrestors are as follows, assuming that the design crossover pressure P x is everywhere equal to or greater than the minimum crossover pressure P m (Eqn. 3). The strength factors λ 3, L/D 0.5...................... (12) imply P x min (P 1, P 2 )....................... (13) where P 1 =2.4 P p, P 2 = P p + (P c P p )/3........... (14) The restriction on the strength factor (λ 3) generally can be met by choosing the arrestor thickness to be at least two times the pipe wall thickness (h/t 2), although a thinner arrestor is possible if the arrestor length is greater than the pipe diameter. Note that the predicted crossover pressure P x is the minimum of two different formulas, P 1 and P 2. Both formulas are presented here, as it is not clear from the comparisons with existing data which of these more accurately predicts the crossover pressure of a Grouted Sleeve arrestor. The outside diameter (OD) of the arrestor is given by D a = D + 2h + g, g = grouted gap.......... (15) Comparison with Test Data Figure 3 compares the Integral Ring arrestor design formula (Eqns. 7,8) with the five full-scale buckle arrestor test data obtained by Shell E&P Technology Company in tests conducted in 1989, 1994, and 1996. The data are listed in Table 1. These 12 and 18 pipe samples all utilized narrow arrestors, with L/h = 0.9 1.8, and all arrestors were configured to serve as J-Lay support collars. Hence the formula with narrow design factor, k = 5, was plotted together with the data in Figure 3. Note that the design curve consists of a linear portion relating the arrestor efficiency η and the strength factor λ, followed by a horizontal line η = 1, where the latter represents an infinitely rigid buckle arrestor. Figure 3 shows that the test data are well correlated with the linear portion of the design curve, having at most about 10 percent deviation. The dashed lines in Figure 3 show the anticipated range of data if additional testing were done, and help to emphasize the narrow spread in these data. Except for pure collapse tests of pipes without buckle arrestors, no data have been obtained to date to correlate with the horizontal portion of the design curve. Figure 4 compares the Integral Ring arrestor design formula with the entire set of available test data, including the 18 test data obtained by Shell in 1982, the 17 test data obtained by Kyriakides in 1995, and the five full-scale test data referred to above. These data are listed in Tables 1-3. All 35 of the 4.5 OD test samples utilized wide arrestors, with L/h = 4.6 21. To highlight the differences between these

4 CARL G. LANGNER OTC 10711 data sets, design curves for both the wide design factor k = 8 and the narrow design factor k = 5, are plotted in Figure 4. The k = 8 design curve provides a reasonable lower bound to the entire data set, and therefore is recommended as a conservative design formula for Integral Ring arrestors in general. The k = 5 design curve obviously applies only to narrow arrestors and would be unconservative if used to design a wide arrestor. A major conclusion from Figure 4 is that narrow arrestors are much more efficient in terms of arresting capability than wide arrestors, and therefore will be preferred for many deepwater pipeline applications. Figures 5 and 6 compare the Grouted Sleeve arrestor design formulae P 1 and P 2 with the 1996 test data listed in Table 4. In these tests the 6 and 16 pipe samples were fitted with sleeve arrestors in which L/D varied between 0.45 and 1.06, and h/t varied between 1.32 and 2.55. Figure 5 plots these data as arrestor efficiency η versus the strength factor λ, as before. For the recommended strength range λ 3 applicable to deep water, the design formula P 2 reduces to η 1/3, which is seen to be conservative (except for one point) relative to the test data. Note that the arrestor efficiency η for Grouted Sleeve arrestors never exceeds 0.50. This contrasts with Integral Ring arrestors where η can exceed 1.0. Figure 6 plots the Grouted Sleeve arrestor data as crossover pressure ratio P x /P p versus the strength factor λ. For the recommended strength range λ 3, the design formula P 1 reduces to P x /P p 2.4, which is seen to be conservative with respect to the test data. Because both the P 1 and P 2 formulae are conservative, the design formulae (Eqns. 12-14) are justified. It is interesting to note that the maximum crossover pressure ratio P x /P p for very rigid sleeve arrestors, is just over 3. Another interesting observation, from both Fig. 5 and Fig. 6, is that there is no increase in the crossover pressure for arrestors with strength factors beyond about 5. This suggests that, for economy, a design range of λ = 3 5 may be optimum for Grouted Sleeve arrestors to be used in relatively deep water. Design Procedure. Following suggestions in Ref. 14, we recommend the following procedure for the design of buckle arrestors for deepwater pipelines. It is assumed that the pipeline design has been determined for one or more sections in which the diameter, wall thickness, and yield strength are specified. For each such pipeline section: 1. Calculate the collapse and propagation pressures of the pipeline, as well as the minimum crossover pressure P m and the minimum arrestor depth H a. If the maximum pipeline depth is less than H a then no buckle arrestors are required. Otherwise arrestors are required over that portion of the line with depths greater than H a. 2. Select the type of arrestor and a steel grade of the arrestor. Design equations are given for Grouted Sleeve arrestors, narrow Integral Ring arrestors, wide Integral Ring arrestors, and Thick Wall Pipe Joint arrestors. 3. Calculate an arrestor thickness and length such that the design crossover pressure Px is equal or greater than P m. Under some situations a Grouted Sleeve arrestor will not yield a design. In this case re-design the arrestor as an Integral Ring or Thick Wall Joint arrestor. In some cases a combination of Sleeve arrestors at the shallow end and Integral Ring arrestors at the deep end are feasible. 4. To minimize risk, particularly in critical applications, it is recommended to perform a full-scale test of the proposed pipe and arrestor, utilizing accepted testing procedures. Conclusions 1. Buckle arrestor designs exist that can protect subsea pipelines against propagating collapse failures. For shallow and moderate depths the low cost Grouted Sleeve arrestors are usually adequate. The more expensive Integral Ring and Thick Wall Joint arrestors are capable of containing pipeline collapse failures in any water depth, provided the external pressure does not exceed the collapse pressure of the pipe. 2. Design formulas together with a design procedure have been developed for each of the various types of buckle arrestors. Comparisons with test data show that these design formulas are both efficient and reliable. 3. The most efficient buckle arrestors are narrow Integral Ring arrestors with thickness and length of similar size. Because of its strength, this type of arrestor will be preferred for many deepwater pipeline applications. Nomenclature D = outside diameter of the pipeline, in D a = outside diameter of a Grouted Sleeve arrestor, in E = Young s elastic modulus, psi h = thickness of buckle arrestor, in H a = minimum arrestor depth, ft H max = maximum water depth along pipeline section, ft k = design factor for Integral Ring arrestor L = length of buckle arrestor, in P a = arrestor characteristic pressure, psi P c = collapse pressure of the pipeline, psi P e = elastic buckling pressure of pipeline, psi P m = minimum crossover pressure, psi P p = propagation pressure of the pipeline, psi P x = crossover pressure of pipe/arrestor combination, psi P y = yield pressure of the pipeline, psi P 1,P 2 = crossover pressure formulas for sleeve arrestor, psi t = wall thickness of the pipeline, in Y = yield strength (SMYS) of the pipeline, psi Y a = yield strength of the buckle arrestor, psi γ = weight density of seawater, psi/ft η = arrestor efficiency factor, varies between 0 and 1 λ = arrestor strength factor

OTC 10711 BUCKLE ARRESTORS FOR DEEPWATER PIPELINES 5 Acknowledgments This work relies wholly on the significant quantity of high quality, large scale collapse test data involving pipes and arrestors provided by Shell E&P Technology Company and Stelios Kyriakides over the past several years. References 1. Broussard, D.E., Ayers, R.R., and Walker, G.E. Jr., Mitigation of Propagating Collapse Failures in Pipelines due to External Load, U.S.Patent 3,768,269, October 1973. 2. Langner, C.G., Arrest of Propagating Collapse Failures in Offshore Pipelines, Shell Deepwater Pipeline Feasibility Study, Report 21, January 1975. 3. Johns, T.G., Mesloh, R.E., and Sorenson, J.E., Propagating Buckle Arrestors for Offshore Pipelines, ASME J.Pressure Vessel Technology, Vol.100, pp.206-214, 1978. 4. Kyriakides, S. and Babcock, C.D., On the Slip-On Buckle Arrestor for Offshore Pipelines, ASME J. Pressure Vessel Technology, Vol.102, pp.188-193, 1980. 5. Kyriakides, S. and Babcock, C.D., Experimental Determination of the Propagation Pressure of Circular Pipes, ASME J. Pressure Vessel Technology, Vol.103, pp.32-336, 1981. 6. Kyriakides, S. and Babcock, C.D., The Spiral Arrestor: A New Buckle Arrestor Design for Offshore Pipelines, ASME J. Energy Resources Technology, Vol.104, pp.73-77, 1982. (also OTC Paper 3736, 1980.) 7. Kyriakides, S., Babcock, C.D., and Elyada, D., Initiation of Propagating Buckles from Local Pipeline Damages, ASME J. Energy Resources Technology, Vol.106, pp.79-87, 1984. 8. Yeh, M.-K. and Kyriakides, S., On the Collapse of Inelastic Thick-Walled Tubes Under External Pressure, ASME J.Energy Resources Technology, Vol.108, pp.35-47,1986. 9. Corona, E. and Kyriakides, S., On the Collapse of Inelastic Tubes Under Combined Bending and Pressure, Int l J. Solids & Structures, Vol.24, pp.505-535, 1988. 10. Dyau, J.Y. and Kyriakides, S., On the Propagation Pressure of Long Cylindrical Shells Under External Pressure, Int l J. Mechanical Sciences, Vol.35, pp.675-713, 1993. 11. Park, T.-D. and Kyriakides, S., On the Collapse of Dented Cylinders Under External Pressure, Int l J. Mechanical Sciences, Vol.38, pp.557-578, 1996. 12. Power, T.L. and Kyriakides, S., Circumferential Stiffeners as Buckle Arrestors in Long Panels, Int l J. Solids & Structures, Vol.33, pp.1837-1851, 1996. 13. Park, T.L. and Kyriakides, S., On the performance of Integral Buckle Arrestors for Offshore Pipelines, Int l Journal of Mechanical Sciences, Vol.39, 1997. 14. Kyriakides, S., Park, T.-D., and Netto, T.A., On the Design of Integral Buckle Arrestors for Offshore Pipelines, Proc. 8 th Int l Conf on Behavior of Offshore Structures, Vol.1, pp.277-289, 1997. (Also Applied Ocean Research, Vol.20, pp.95-114, 1998.) 15. Langner, C.G., Design of Deepwater Pipelines, Proc. TNO- IWECO 30 th Anniversary Symp on Underwater Technology, Netherlands, May 1984. 16. Murphey, C.E. and Langner, C.G., Ultimate Pipe Strength Under Bending, Collapse, and Fatigue, Proc. 4 th Int l Offshore Mechanics and Arctic Engineering Symp, Vol.1, pp.467-477, February 1985.

TABLE 1. FULL SCALE INTEGRAL RING BUCKLE ARRESTOR DATA Data from Shell Integral Arrestor Tests of 12" and 18" Pipe Observe Arres Arrestor PIpe Data Arrestor Data Crossov Streng Efficiency Test ---------------------------- --------------------------- Pressu Fact (Px-Pp) Date D t(i Y(ks Pc(ps Pp(ps Da h(i L(inYa(ksi Pa(ps Px LPa/DP (Pc-Pp) ---- --- ---- ---- ---- ---- --- --- ---- ---- ---- --- ---- --------- 12/89 12.75 0.562 60.0 3862 802.61 15.13 1.75 2.00 53.5 10930 2130 2.136 0.434 12/89 12.75 0.562 60.0 3862 802.61 15.13 1.75 2.00 53.5 10930 2200 2.136 0.457 2/9 12.75 0.562 60.0 3862 802.61 15.13 1.75 3.00 53.5 10930 3318 3.204 0.822 10/94 18.00 0.625 63.4 2340 478.36 21.25 2.25 2.50 55.3 9027 1390 2.621 0.490 10/94 18.00 0.625 63.4 2340 478.36 22.25 2.75 2.50 55.3 14611 2170 4.242 0.909 TABLE 2. SMALL SCALE INTEGRAL RING BUCKLE ARRESTOR DATA Data from Shell Integral Arrestor Tests of 4.5" Pipe Observe Arres Arrestor PIpe Data Arrestor Data Crossov Streng Efficiency Test ---------------------------- --------------------------- Pressu Fact (Px-Pp) Date D t(i Y(ks Pc(ps Pp(ps Da h(i L(inYa(ksi Pa(ps Px LPa/DP (Pc-Pp) ---- --- ---- ---- ---- ---- --- --- ---- ---- ---- --- ---- --------- 1982 4.50 0.120 55.0 1151 220.24 5.16 0.33 2.00 66.0 2952 1200 5.957 1.052 1982 4.50 0.120 55.0 1151 220.24 5.16 0.33 4.00 66.0 2952 1350 11.915 1.214 1982 4.50 0.120 55.0 1151 220.24 5.16 0.33 6.00 66.0 2952 1400 17.872 1.267 1982 4.50 0.153 54.9 2130 393.85 5.16 0.33 2.00 66.0 2952 1340 3.331 0.545 1982 4.50 0.153 54.9 2130 393.85 5.16 0.33 4.00 66.0 2952 2350 6.663 1.127 1982 4.50 0.153 54.9 2130 393.85 5.16 0.33 6.00 66.0 2952 2600 9.994 1.270 1982 4.50 0.153 54.9 2130 393.85 5.36 0.43 2.00 60.0 5198 2150 5.865 1.011 1982 4.50 0.153 54.9 2130 393.85 5.36 0.43 4.00 60.0 5198 2300 11.731 1.098 1982 4.50 0.153 54.9 2130 393.85 5.36 0.43 6.00 60.0 5198 2300 17.596 1.098 1982 4.50 0.185 62.0 3409 701.62 5.16 0.33 2.00 66.0 2952 1600 1.870 0.332 1982 4.50 0.185 62.0 3409 701.62 5.16 0.33 4.00 66.0 2952 2650 3.740 0.720 1982 4.50 0.185 62.0 3409 701.62 5.16 0.33 6.00 66.0 2952 3100 5.610 0.886 1982 4.50 0.185 62.0 3409 701.62 5.36 0.43 2.00 60.0 5198 2610 3.293 0.705 1982 4.50 0.185 62.0 3409 701.62 5.36 0.43 4.00 60.0 5198 3450 6.585 1.015 1982 4.50 0.185 62.0 3409 701.62 5.36 0.43 6.00 60.0 5198 3450 9.878 1.015 1982 4.50 0.232 71.5 5714 1393.1 5.36 0.43 2.00 60.0 5198 3280 1.658 0.437 1982 4.50 0.232 71.5 5714 1393.1 5.36 0.43 4.00 60.0 5198 4440 3.317 0.705 1982 4.50 0.232 71.5 5714 1393.1 5.36 0.43 6.00 60.0 5198 5100 4.975 0.858

TABLE 3. INTEGRAL RING BUCKLE ARRESTOR DATA Data from Kyriakides Integral Arrestor Tests of 4.5" Pipe Observe Arres Arrestor PIpe Data Arrestor Data Crossov Streng Efficiency Test ---------------------------- --------------------------- Pressu Fact (Px-Pp) Date D t(i Y(ks Pc(ps Pp(ps Da h(i L(inYa(ksi Pa(ps Px LPa/DP (Pc-Pp) ---- --- ---- ---- ---- ---- --- --- ---- ---- ---- --- ---- --------- 1995 4.52 0.209 80.9 4898 1215 4.96 0.43 2.25 68.0 5770 2693 2.365 0.401 1995 4.52 0.202 94.0 4852 1301 4.97 0.43 3.38 68.0 5770 3688 3.318 0.672 1995 4.52 0.203 91.8 4866 1287 4.97 0.428 4.50 68.0 5712 4126 4.422 0.793 1995 4.52 0.204 94.0 4958 1332 4.97 0.43 5.63 68.0 5770 4420 5.397 0.852 1995 4.52 0.204 94.0 4919 1331 4.97 0.43 6.75 68.0 5764 4632 6.468 0.920 1995 4.52 0.204 94.0 4963 1334 4.97 0.433 9.00 68.0 5873 4911 8.777 0.986 1995 4.52 0.206 80.9 4787 1175 4.80 0.35 5.63 44.8 2322 2293 2.464 0.310 1995 4.52 0.204 67.6 4295 959 4.89 0.388 5.63 44.8 2972 2726 3.864 0.530 1995 4.52 0.205 73.5 4533 1055 4.95 0.419 5.63 44.8 3574 3259 4.224 0.634 1995 4.52 0.205 73.5 4542 1055 5.09 0.489 5.63 44.8 5178 4040 6.120 0.856 1995 4.52 0.204 73.5 4482 1042 5.22 0.557 5.63 44.8 7078 4726 8.464 1.071 1995 4.52 0.204 73.5 4496 1042 5.36 0.627 5.63 44.8 9404 4853 11.245 1.103 1995 4.52 0.215 80.9 5211 1299 5.51 0.708 5.63 44.8 12567 5400 12.048 1.048 1995 4.52 0.206 84.1 4834 1220 4.83 0.359 2.25 68.0 3740 2020 1.527 0.221 1995 4.52 0.203 91.8 4852 1288 4.90 0.393 2.25 68.0 4657 2130 1.802 0.236 1995 4.52 0.203 91.8 4818 1284 4.99 0.437 2.25 68.0 5992 2834 2.322 0.439 1995 4.52 0.208 80.9 4857 1203 4.81 0.353 5.63 68.0 3597 3115 3.729 0.523 TABLE 4. GROUTED SLEEVE BUCKLE ARRESTOR DATA Data from Shell Grouted Sleeve Arrestor Tests of 6" and 16" Pipe Observe Arres Arrestor PIpe Data Arrestor Data Crossov Streng Efficiency Test ---------------------------- --------------------------- Pressu Fact (Px-Pp) Date D t(i Y(ks Pc(ps Pp(ps Da h(i L(inYa(ksi Pa(ps Px LPa/DP (Pc-Pp) ---- --- ---- ---- ---- ---- --- --- ---- ---- ---- --- ---- --------- 2/96 6.63 0.125 50.0 431 87.1 7.13 0.25 3.00 87.0 800 250 4.156 0.474 2/96 6.63 0.125 50.0 431 87.1 7.13 0.25 5.00 87.0 800 245 6.926 0.460 2/96 6.63 0.125 50.0 431 87.1 7.13 0.25 7.00 87.0 800 258 9.696 0.497 2/96 6.63 0.190 52.4 1380 249.4 7.13 0.25 3.00 87.0 800 473 1.452 0.198 2/96 6.63 0.190 52.4 1380 249.4 7.13 0.25 5.00 87.0 800 671 2.419 0.373 2/96 6.63 0.190 52.4 1380 249.4 7.13 0.25 7.00 87.0 800 773 3.387 0.463 2/96 6.63 0.190 52.4 1380 249.4 7.39 0.38 3.00 90.0 2261 614 4.102 0.323 2/96 6.63 0.190 52.4 1380 249.4 7.39 0.38 5.00 90.0 2261 686 6.837 0.386 2/96 6.63 0.190 52.4 1380 249.4 7.39 0.38 7.00 90.0 2261 681 9.571 0.382 2/96 6.63 0.190 52.4 1380 249.4 7.60 0.48 3.00 80.0 3592 725 6.516 0.421 2/96 6.63 0.190 52.4 1380 249.4 7.59 0.48 5.00 80.0 3486 744 10.540 0.438 2/96 6.63 0.190 52.4 1380 249.4 7.58 0.48 7.00 80.0 3433 787 14.534 0.476 2/96 6.63 0.250 64.6 2863 594.1 7.58 0.48 3.00 80.0 3433 1542 2.615 0.418 2/96 6.63 0.250 64.6 2863 594.1 7.58 0.48 5.00 80.0 3451 1505 4.380 0.401 2/96 6.63 0.250 64.6 2863 594.1 7.58 0.48 7.00 80.0 3451 1437 6.133 0.371 2/96 16.00 0.378 50.9 818 152.4 17.50 0.75 ##### 54.0 837 458 4.807 0.459 3/96 16.00 0.378 50.9 818 152.4 17.50 0.75 ##### 54.0 837 398 3.433 0.369